水利工程大作業(yè)

1、西昌學(xué)院工程技術(shù)學(xué)院實(shí)訓(xùn)報告課程名稱：水程水文案例分析專業(yè)班級：10水本2班姓名：X X學(xué)號： 學(xué)150300XX指導(dǎo)教師：陳艷霞2012年11月25日4-1、大呦站年平均流量系列如下表所示，用配線法推求設(shè)計(jì)保證率P=10%勺豐水年、P=50%勺中水年和 P=90%勺枯水年的設(shè)計(jì)年徑流Mo（大呦站年平均流量表）年份年平均流量年份年平均流量J(m3 /s )(m3 /s )1965 135.8 I198058.9196643198156.2196732.8198247.11968641983110.21969 144.4198446.7197040.8198540.91971 143.91986

2、43.21972 137.4198756.41973 181.5198849.2197448.6198949.1197584.8199040197646199118.91977 134.2199267.41978 137.7 1_1993 1 69.9 J197954199462.8解：（1） Excel計(jì)算如下:26 / 23年份年平均流堇Q 由大到/m3/sX、m3/sK 1(K 12P *100%n 1196535.8196643196732.8110.2 51.53 2.1385600621.138560062.296319015.22580645284.851.53 1.645643

3、3150.6456433150.41685526.45161203196864481.551.53 1.58160295 0.58160290.338261999.67741935569.951.53 1.3564913640.356491364.1270860932.90322581196197197944.4040.843.9197237.567867.451.53 1.3079759360.307975936.0948491776.1290322664 51.53 1.2419949540.241994954.0585615589.3548371197381.5962.58.56.51.

4、53 1.2187075490.218707549.0478329922.5806451651.53 1.1430234810.143023480.0204557165.8064516151.53 1.0945080540.094508054.0089317729.03225806197448.61056.251.53 1.0906268190.09062681卬.008213232.25806452197584.81154 51.53 1.0479332430.047933243.0022975965.48387097197837.71448.651.53 0.9431399)180.056

5、860082.0032330695.16129()321979541547.151.5：3 0.9140306$630.085969338.0073907278.38709c577198058.91646.751.5：3 0.9062681930.093731807.0087856521.61290：323198156.2174651.5：3 0.89268383730.107316120.0115167554.838701)68198247.11844.451.5：30.861634 -0.138366 0.019145158.064515131983 110.21943.951.5：3 0

6、.8519309140.148069086.0219244541.290322?58198446.72C43.251.5：3 0.8383465940.161653406.0261318264.51612$)03198540.9214351.5：3 0.83446536-0.16553464).0274017177.74193548198643.22240.951.5：3 0.7937124010.206287599.0425545740.967741194198756.42340.851.5：3 0.7917717830.2082282170.043358974.19354f33919884

7、9.2244051.5：3 0.77624684印.223753154.0500654747.419354184198949.12537.751.5：3 0.7316126530.268387347.0720317680.64516'1291990402637.451.5：3 0.7257908010.274209199.0751906853.87096；口 4199118.92735.851.5：3 0.6947409280.305259072.0931831087.096774119199267.42834.251.5：3 0.6636910540.336308946.113103

8、7070.32258()65199369.92932.851.5：3 0.6365224140.3634775865483871199462.83018.951.5：3 0.3667766350.6332233650.400971896.77419：355總計(jì)1545.晦計(jì)1545.81545.929.998059380.001940617.5720381511249.251.53 0.9547836210.045216379.0020445238.70967742197646197734.21349.151.53 0.9528430040.047156996.002

9、2237821.93548387其中:二 1 八 1j c/c3,QQi= *1545.8=51.53m3/sn i 30cv(Ki 1)23.572038151 n 1，30-10.35又因?yàn)?Ki n 30(Ki 1) 0說明計(jì)算無誤(2)、選配理論頻率曲線由Q 51.35m3/s, Cv 0.35,并假定Cs 2.6Cv ,查附表1 ,得出相應(yīng)于不 同頻率P的p值，按Kp Cv p 1計(jì)算Kp值，按Qp KpQ計(jì)算Qp值， 計(jì)算結(jié)果如下表所示?，F(xiàn)在進(jìn)行第一次配線好(%)pKp IQpI12.962.036匚 104.548651.861.65184.77885101.341.469 1P

10、 75.43315200.771.269565.188825250.571.199561.594325300.41.1458.539400.111.038553.32697550-0.150.947548.65412560-0.380.86744.5204570-0.610.786540.38677575-0.730.744538.23007580-0.850.702536.07337585-0.990.653533.55722590-1.150.597530.68162595-1.350.527527.08712599-1.660.41921.51565第一次配線如下圖所示：(Q 51.35

11、m3/sCv 0.35 Cs 2.6Cv )從上圖可以看出，需要增大Cs以及Q值，第二次假定Q 53m3/s,Cv=0.35, Cs 2.9Cv現(xiàn)在進(jìn)行第二次配線13.022.057109.02151.881.65887.874101.341.46977.857200.761.26667.098250.551.192563.2025300.381.13360.049400.091.031554.669550-0.160.94450.03260-0.390.863545.765570-0.620.78341.49975-0.730.744539.458580-0.850.702537.23258

12、5-0.980.65734.82190-1.130.604532.038595-1.320.53828.51499-1.590.443523.5055第二次配線如下圖所示：(Q 53m3/s, Cv=0.35 , Cs 2.9Cv )第二次仍有小量偏差，第三次配線假定Q 53m3/s, Cv =0.35 , Cs 1.4現(xiàn)在第三次配線:» (%)pK piQp13.27匚 2.1445113.658551.94P 1.67988.987 1101.331.465577.6715 n200.71匚 1.248566.1705250.491.171562.0895300.31匚 1.10

13、8558.7505 n400.021.00753.37150-0.220.92348.91960-0.440.84644.83870-0.64匚 0.77641.128 175-0.730.744539.458580-0.830.709537.603585-0.93匚 0.674535.7485 90-1.040.63633.70895-1.170.590531.296599-1.320.53828.514第三次配線如下圖所示：(Q 53m3/s, Cv=0.35, Cs 1.4 )從上圖可知，第三次配線較滿足，依據(jù)配線選定參數(shù)按Qp Q(Cv P 1) =KpQ計(jì)算保證率P=10%勺設(shè)計(jì)年徑

14、流量QP10%,得 Qpi0%=77.67 m3/s； P=50%勺設(shè)計(jì)年徑年徑流量Qp 5。 ,Qp 50% =48.92 m3/s ;流量 P=90%勺設(shè)計(jì)年徑 Qp 9。 , Qp 9。 =33.71 m3/s。 5-1、飛口水利樞紐位于青河中游，流域面積為10100km2,實(shí)測流量資料如下表所示，試根據(jù)題目所給條件。推求該站設(shè)計(jì)頻率為95%的年徑流及分配過程，并與本流域上下游站和鄰近流域資料比較，分析成果的合理性。時間飛口青口年.月（m3/s )1965.5-1966.46651966.5-1967.47501967.5-1968.45401968.5-1969.46951969.5-

15、1970.48101970.5-1971.43964301971.5-1972.45966431972.5-1973.41二4595161973.5-1974.45776641974.5-1975.45605941975.5-1976.45145591976.5-1977.414384641977.5-1978.4二3774001978.5-1979.4-4625051979.5-1980.45085281980.5-1981.45646141981.5-1982.4_:543603解：（1）、由于題目所給資料不足，需要對資料進(jìn)行展延，即利用相 關(guān)分析法，建立相關(guān)關(guān)系A(chǔ)BCDEFG飛口（G青口

16、 6）平場平均xKyKx396430499.5543. 330. 7827927930. 7914158985g 66434gq. 5543. 331.1931931931.183442843459516499.5543. 330. 9189189190. 949699078577664499.5543. 33L 155155155L 222093387560594499.5543. 331.1211211211. 093258241514559499.5543. 331. 0290290291.028840668433464499.5543. 330. 8768768770. 3539929

17、69377400499.5543. 330. 7547547550. 735200S3&462505499.5543. 330. 9249249250. 92的53555503528499.5543. 331. 0170170170. 9717851035646144gg. 5543. 331.129121251.13006S2S3543603499.5543. 331, 0870870871.10982276求和59946520.001212.00007362HIJ | KLKy-1Kx-1(Ky-1)"2(Kx-D ”(Ky-1) (ki-1)-0.207r207207-

18、0. 2025M1020.042934X270. 0435073278 oi3220129|Q. 1931931930,1834425430. 037323610, 0335512770. 035439909-0.081081021-0： 0503口0922。. 0065741420. 002530183 _ 0.0040784530.1551551550.2220933870,0240731220,0493254730.0344589340,1211211 司0,0932582410,0146703260.00g6g709g0.0112955430. 029029029_p, 0283406

19、680. 00084268&0, 0008317840. 000837217-0.123123123-0.1460070310.0151593030.0213180530. 017976842_-0, 245245245-0. 2637991640.060145230. 06g52999匯二6. 064695491075075075-0.0705464450.0056362670.004976801 U, 005296280. 0170170”-0. 0空2：L4g9T0. 000發(fā)95790. 00079603-0. 0004801330,1291231290,130068283 Q

20、, 01667433""0. 016917758,0, 016795604L0.0870870870.1098227&0,0075341610.0120610390.009564144000.231907583| 0.2642028730.243178411(2)、相關(guān)關(guān)系的建立由表的計(jì)算結(jié)果，可進(jìn)一步計(jì)算出下列各值均值：均方差:1Xi 543.33 n1一Yi 499.5 n(Kx-1)A284.172n -1(Ky-1)A272.541 n-1相關(guān)系數(shù):(Kx-1)(Ky-1)r J (Kx-1) A2 (Ky-1) A20.982推斷總體是相關(guān)的，且r>

21、0.8,可以認(rèn)為相關(guān)是密切相關(guān)系數(shù)的顯著性檢驗(yàn)：在 0.01時,據(jù)n=12查表的=0.7079。因?yàn)閞>Q,由此可 以認(rèn)為相關(guān)是密切的?；貧w系數(shù)：Ry/x r 0.982* 72.5410.846y x84.172y -a y bx y rx 499.5 0.846*543.33 39.84x所以y倚x的回歸方程為：y=0.846x+39.84時間流量平均流Q 1mi/s |2(k 1)ki1965.5-1966.4通過回歸方程推導(dǎo)出1965年到1970年期間飛口站的年平均流量如下表所示：單位：m3/s時間 站名青口飛口1965.5: 1966.4665602.431966.5： 196

22、7.4750674.341967.5: 1968.4540496.681968.5： 1969.4695627.811969.5: 1970.4810725.1(3)、excel計(jì)算結(jié)果602536.4705882 7251.351425430.3514254391234998391966.5-1967.4674 536.4705882 674 1.256359640.256359640.06572271967.5-1968.41968.5-1969.4497 536.4705882 6281.170614030.170614035029109149628536.4705882 6021.12

23、2149120.1221491230149204081969.5-1970.41970.5-1971.41971.5-1972.41972.5-1973.41973.5-1974.4725 536.4705882 5961.110964912).110964912012313212396 536.4705882 577 1.07554824.075548246005707537596 536.4705882 5641.051315780.051315780.0026331459 536.4705882 5601.043859640.043859649001923669577536.470588

24、2 5431.012171050.0121710530001481351974.5-1975.4560536.4705882 514 0.958114030.0418859as0017544341975.5-1976.4514 536.4705882 508 0.946929820.0530701750028164441976.5-1977.4438 536.4705882 497 0.926425430.073574561005413161977.5-1978.4377536.4705882 462 0.8611842K13881578S0192698231978.5-1979.41979.

25、5-1980.41980.5-1981.41981.5-1982.4總計(jì)64462 536.4705882 459 0.85559210-0.144407895).02085508536.4705882 438 0.816447360.183552632033691569536.47058825654396 0.738157890.261842105068561288536.4705882 377 0.702741220.2972587720883627779120912017 -5.55112E-10D.49669872(4)、設(shè)計(jì)年徑流量計(jì)算- 113Q - Qi=*9120=536.47

26、m3/sn1717-1n 12(Ki 1)0.497 0.18從上面可知，Q 536.47m3/s, C 0.18, Cs=2.8Cv。按Cs =2.8 Cv =2.8*0.18=0.5,和設(shè)計(jì)保證率為95%查附表一得p=-1.49 ,則設(shè)計(jì)年徑流量為:Qp95% Q(Cv P 1) 536.47*( 1.49*0.18 1) 392.59m3/s設(shè)計(jì)年徑流量為392.59 m3/s,約為393m3/s(5)、典型年的選擇(飛口站枯水期逐月平均流量表)時間 年月56789 11 12 123 杵平均1970.5-1974831971.5-1T893 733 621 414 360 259 32

27、9 103 106 129 321 396976(44 681 7821972.5-197450 504 851 520 739 442 231 183 124 109 172 200 377710 637 449 279 188 141 138 257 389 438根據(jù)上表平均流量資料可以看出，1970.5-1971.4年與設(shè)計(jì)年徑流比 較接近，且5-8月來流量較大，年內(nèi)分配較為不利。因此，選擇該年 度為典型年。(6)、設(shè)計(jì)年徑流年內(nèi)分配采用同倍比放大法計(jì)算徑流年內(nèi)分配，其放大倍比為:KqQp 95%393=0.9924CU396將典型年各月平均流量乘以Kq值，即得設(shè)計(jì)年各月徑流量，如下表

28、所示:（7）、成果的合理性分析根據(jù)題目提供的下表能夠進(jìn)行成果的合理性分析。（青河及鄰近流域各測站年徑流量統(tǒng)計(jì)參數(shù)）站名流域面積多年平均流量多年平均徑流深離勢系數(shù)F (km2)Q ( m3 / s)R (mmCv青口11800583156010.18高林852043316000.22江巖581026014100.21三廟544026615400.2平山334014413600.23石陽290014015200.25飛口10100536 |1670 |0.18將計(jì)算結(jié)果與青河及鄰近流域各測站年徑流量統(tǒng)計(jì)參數(shù)進(jìn)行比較，飛口與青口的流域面積相差不大，那么每個站的多年平均流量也應(yīng)該相 差不大，離勢系數(shù)C

29、v兩者相等且較小，符合預(yù)期，說明計(jì)算成果合理7-1、某水文站實(shí)測的及延長后的年最大流量如圖示。又調(diào)查1888年的歷史洪水的洪峰流量為6100m3/s,是1888年至規(guī)劃時（ 1958） 期間的首大洪水，1935年實(shí)測流量4909m3/so試推求p=0.1%的設(shè)計(jì) 洪峰流量（按統(tǒng)一樣本法計(jì)算經(jīng)驗(yàn)頻率，按矩法初估統(tǒng)計(jì)參數(shù)）。單位：m3/s年份年份年份1931_8601941400195090019325531942288019512200193367019439119523801934140019446001953340019354900194510519541930193621001946123

30、0195512101937920194713401956255193815601948360195750019391650194932219582801940512解：（1）、按統(tǒng)一樣本法計(jì)算經(jīng)驗(yàn)頻率，如下表所示（某水文站洪峰流量經(jīng)驗(yàn)頻率計(jì)算表）序號洪峰流量P MPm序號洪峰流量PmMImm3 /s 工(%6100 1.3888888(39Mmm3/s_1(%R4909 2.777777778234006.252142815716)67()54.8621428328809.7242857141760058.33428574220013.1964281571855361.806428,5-521

31、0016.668571431951265.2785714671930165020.140714：23.612857,2914205002140068.750714：72.222857218156027.08,52238075.69,59140030.557142(862336079.167142810134034.029285'7124132282.639285T11123037.501428,5725)28()86.111428,5-12121040.9735714326)25589.58357141392044.445714：292710(593.055714：21490047.9

32、17857,14289196.52785711586051.39（2）、根據(jù)題給條件，N=71, n=28, a=2, l=1，根據(jù)公式x ir（i xj 產(chǎn)）得Q=1184.7而飛，進(jìn)一步按cv1a1(xjx)2(Xj l 1x)2計(jì)算年最大洪峰流量的變差系數(shù)Cv,得Cv 0.946(3)、根據(jù)上部初估參數(shù)成果，取 Q=1184.77m3/s、Cv 0.946、Cs/Cv 3,Cs 2.8,查附表1,得出相應(yīng)于不同頻率P的p值，由Qp Q(Cv p 1)計(jì)算各p的洪峰流量Qp。計(jì)算結(jié)果如下表所示數(shù)據(jù)如下表所示：Q=1184.77m3/s, Cv 0.946 , Cs 2.8頻率pKpQp13

33、.974.755625634.31652.012.901463437.563101.212.144662540.929200.461.435161700.335250.231.217581442.552300.061.056761252.01840-0.20.8108960.611550-0.380.64052758.868960-0.510.51754613.165970-0.610.42294501.086675-0.640.39456467.462980-0.670.36618433.839185-0.690.34726411.423290-0.7020.335908397.973795

34、-0.710.32834389.007499-0.7140.324556384.5242第一次配線如下圖所示：(Q=1184.77m3/s, £ 0.946, Cs 2.8)從第一次配線可知，應(yīng)該增大Q,減小Cs,第二次配線假定:Q=1200m3/s, Cs 2.6, C 0.95數(shù)據(jù)如下表所示：pKpQp|13.894.69555634.652.012.9095 J3491.4 J101.232.16852602.2200.51.4751770250.271.2565 11507.8300.091.08551302.640-0.170.83851006.250-0.370.6485

35、778.260-0.510.5155618.670-0.620.411493.275-0.660.373447.680-0.70.33540285-0.730.3065367.8 ,90-0.7480.2894347.2895-0.7640.2742329.04 :99-0.7690.26945323.34第二次配線如下圖所示：(Q=1200m3/s, Cs 2.6, Cv 0.95)從第二次配線可知，還應(yīng)增大Q ,減小Cs ,第三次配線假定-3Q=1300m/s, Cs 2.4, Cv 0.95所pKpQp13.814.61956005.3552.012.90953782.35101.262

36、.1972856.1200.541.5131966.9250.311.29451682.85300.131.12351460.5540-0.150.85751114.7550-0.350.6675867.7560-0.510.5155670.1570-0.630.4015521.9575-0.680.354460.280-0.720.316410.885-0.770.2685349.0590-0.7950.24475318.17595-0.820.221287.399-0.8310.21055273.715 1第三次配線如下圖所示：(Q=1300m3/s, Cs 2.4, Cv 0.95)由上

37、部推求的理論頻率曲線(皮爾遜m型、Q=1300m3/s、Cv 0.95、Cs 2.4)計(jì)算設(shè)計(jì)洪水。綜上所述，P=0.1%勺設(shè)計(jì)洪山t流量為9229 m3/s7-2、已經(jīng)求的某水文站p=i%勺洪峰流量、日洪量及七日洪量分另U為：Qm,i% 2790m3/s, %1% 1.20乙m3 , W3d1 1.97億m3及W7d,i% 2.55（乙m3,并根據(jù)選擇典型洪水的原則，選該站1969年7月一次洪水為典型。如下表所示，試按同頻率放大法球該站p=1%勺設(shè)計(jì)洪水過程線。（某站1969年7月一次典型洪水過程）時間洪峰流量時間洪峰流量時間洪峰流量4.0.00806.00.007007.20.001634

38、.12.00706.4.004708.0.002705.0.00 11206.8.003348.4.003305.4.00 12606.11.002788.11.00P 2495.12.0017886.20.002149.0.001405.14.3021507.0.002309.5.001105.15.3021807.5.002509.13.0099.35.16.30 020807.16.0016310.00.00835.21.0010507.19.0015910.10.0088.111.0.00622500Q-T關(guān)系圖2000c150011000J 1s500/1 固*7*T*r*i *m0

39、000 Z45(P9dP(0d0(0(0(0(PY 600- 720/ /解：（1）、根據(jù)題目說給數(shù)據(jù)我們能夠繪制 Q：T圖，并計(jì)算出相應(yīng)時 間段的流量。根據(jù)Q: T關(guān)系圖可知:W (Q0 Qi Q2 Qn-1 QXAit選取最大的一日、三日洪量七月最大一日洪量時間為5日4時至6日4時，洪量為29417(m3/s)h七月最大三日洪量時間為5日0時至8日0時，洪量為40787(m3/s)h七月最大七日洪量時間為4日0時至11日0時,洪量為50927(m3/s)h項(xiàng)目洪峰(m3/s )洪量(億 m3)洪量(億 m3)洪量(億 m3)一日三日七日p=1%勺設(shè)計(jì)洪峰、洪量27901.201.972.5

40、5典型洪水過程線的洪峰、洪量21801.061.471.83起止時間5日15時30分5日4時至6日4時5日0時至8日0時4日0時至11日0時(1)、 計(jì)算各時段的放大倍比Kq 2790/2180 1.28KW,1 1.20/1.06 1.13Kw,3:1 (1.97 1.20) /(1.471.06)1.88Kw,7:3 (2.55 1.97)/(1.831.47)1.61(2)、把放大倍比按其控制時間相應(yīng)的填入下表(某水文站p=1流計(jì)洪水過程線計(jì)算表)時間典型流量放大倍比放大流量修勻流量(h)(m3/s )(m3/s )0801.61128.8128.8128.812701.61112.71

41、12.7112.7241201.61/1.88193.2225.6194282601.88/1.13488.8293.82943617881.132020.442020.442020.4438.521501.132429.52429.52429.539.521801.13/1.282463.42790.4279040.520801.132350.42350.423504510501.131186.51186.51186.5487001.13791791791524701.13/1.88531.1883.6707563341.88627.92627.92610592781.88522.64522

42、.64510682141.88402.32402.32402.32722301.88432.4432.4432.4772501.88470470470881631.88306.44306.44306.44911591.88298.92298.92298.92921631.88306.44306.44306.44962701.88/1.61507.6434.7434.71003301.61531.3531.3531.31072491.61400.89400.89400.891201401.61225.4225.4225.41251101.61177.1177.1177.113399.31.61159.873159.873159.873144831.61133.63133.63133.6315488.11.61141.841141.841141.841168621.